Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (9)
X l � ? �L- set, 7 S-�k�`i CT ENGINEERING RECEIVED INC. Structural Engineers MAR 2 3 2016 180 Nickerson Street Suite 302 Seattle, WA 98109 208.285.4512 (V) 208.285.0818 (F) CITY OF TIGARD BUILDING DIVISION #14253 Structural Calculations51Ul4 °6)/24 � G NE Sunset Ridge so k - Plan 3 As REG Nk Elevation B N. zz •,g1cR North Plains, OR ��FS r \ 0I1� 10 l Design Criteria: 2012 IBC (ORSC, OSSC) F56-° 41 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.928, S1 =0.412, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 C T ENGIN E E R I N G 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Washington County,OR DESIGN SUMMARY: The proposed project is to be single family homes. We understand that these homes are to be constructed in multiple locations through-out Washington County, Oregon. Design parameters are as noted below: The structures are two story wood framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily manufactured wood joists. The foundations to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B,and with a Kt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC,and currently adopted ORSC and OSSC • RA.b.3 RA.5.1 sin. Re.b.3 RB.b.2 ' GABLE D TRUSS GABLE END TRUSS( MIN.HDR TYP.AT .ACI MIN.HD ' MIN.HDR �iIN.HDR I I I E k ¢ y n RS -- xy ,. cj a I 1,11 O 1, -4 S Y 4 F Ft cc if ao ° 1 4m.,11 ..,. MANUFA(TURFO TRIN.O. 2 li 1 2. GEFR AT 24'O.C.TVP.U. o I� mII � J\± �® .I IR MIN.HDR MIN.HDR GABLE MIN.HON MIN.HDR ' GABLE END TRUSS A� ill ,TRUSS RB.b.5 RA.b.7 I mnv-mon'I MIN.HDR GABLE DTRUSS RB.b.6 2OB - Roof Framing Plan 1/4-.1,-0. P3 �Q 55 S7 TFB.b.Z TFe.b.2 HD TFB.b.22 TFB.b.3 CT b.3 TFe.b.23 �a I g.)-22T,F DR , (2)2x8 HDa (2)2V8 HDa 2)2x8 ib 12)2x8 f DR (2� 8 NDR _ -- - --' III 1:1 DR _4_ _____—__ __ ___ ;Tr )ZxE8 __ 2)TRN. �' o STUDDOWS:(SGI4 NG / RNIS END .p = I 3TNN.SGI� q i .wiN iS TRIMtJERS,U.N.4. �o �}-- STHDI4 -i R)TRIM VEND ND m m 44 [E!_41 + ¢0 rz _ 8a m Li z�! STHDi4 wm O ¢ �, rt, 0® a m -Q ¢ r ti F ,2 ----" ii 1.1 ,s -- lr�_�_____��.�� iT TFB.b.ZU f I 3.Sx LVL 3.Sz1 LVL �* ' it.mm.K. i--IF- � - y!���®aw�o���� f��-- -7 ..'4�o�€d �m � �i .1_,,_,.. © ii TFB.b.S 3.Q ' � --- -- — -- -'' ® 'rr '� __ _- ppEN FO I r � r- - 2 c,• G PI 1 66". !11 �i 1. S DI4 1111 1 ~ STHD 4 i _ J 'I 5737 RI T3} _ YP4 __ —___ I I I 1/,'/N `� ' ��rS7HD14 r 1 ii , Y i ¢ ii �I 2 _ ^_'.w c� .© __r�j4�Sr�0� -- 3�Sr 6LVI.FB F ii TFB.b.12T�T^ TFB.b.1Z zi i� 9 '� I n o I. Asa 15 F h N Inia �'i Q)pA 1 N71'1•iii SF9 b.F • TEN.N 17 F,. I_______�___ I TFB.b.19. fri 9-- ��' -. n A e �� TFB.b.13 GL=5.12- �-----'s-,'D-1,, :•NJ3 0-•2.1 �F MIN.HD' MIN.HDR �I _— •-- --~ -HD74 r- 3.Sz14 LVL F8 TFB.b 7_TEN-b.7 STHDl4 _^�� �� _TFB.b.ZB ��- T(2).— WNN bif ,Ab, 18 F 18 S61 MAUFACTURED ROOF TAUSSt5�24'O.C. N 4 S8.1 LEDGER "' Irs; L' MAUFACTURED ROOF .B - TRUSSES®24'O.C. — VVV F 4x4 T ACP PAIR 4x4 w/�5T CAP-C4 PAIR F� POST CAP GABLE END TRUSS NOT USED: TFB.b.21 ®B -Top Floor Framing Plan MAIN FLOOR SHEARWALLS 1/4•-1,-0. 3T-0' 18-0' 19'-0" ` T e S 0' 31/2"CONC.SLAB aO SLOPED DOWN /"\ --4- 1/4:12 P3 O J I-1''3"' /H-0,71/2"1 P3 T.O.S. 'SLOPE 1/4:121 T.O.S. H.4 '1,7_31 FF -1)147 • t 2d 274'x10'FTG ' .. :. 111 1? W/(3)S4EA 4,x6POSYW/(2): I .� t e WAYTYP-U.N.O .i ...':AC4CAP&.PBSa6 'I'y t ..BASE ''1. '- -' 11 91/2'T4111p916" -' 1O ): ac TOP.U N.O.. 4l 1 - — - 1 STHD14 ® x. 1 ,'BEARING WALL +'Xi0''FTG .'I. .ABOVE \ TYP. t1 f BEARING WALL 1 2x4 PONY WAIL. I P6 .. i I y I.:. 'J. .. ...13'-81/4 — Pf4NY 4Tt2�:_3 & r s 10 t 226 i' ,( :.r f • -STHD14 - ...STHDI4- l -.:' HDU2 -. } OI R HDLN2 .- P9EIS P4 T.O.s. . ___ \ _, —_�_ 2x4 PONY r_. WALL 1 I I 8 I. B'Xto ...FT e W/(3) SB 0 I ::JH I WAY -,.. ...' WALL : I in ABOVE ,1 21, Y�� SLAB SLOPES 31/2' 1 -FROM BACK TO APRON 1 -'�-— ® H 1 Zn ® VERIFY GARAGE SLAB HEIGHT 1 2x4 PONY :'I' WITH GRADING PLAN W I, 1 RI VP w 1 ® 1 , I r j L_ I -I,. 7131/2 I' _ " L PON: WALL I. �-0'a•I I 1 ® T O-S. I -' 1'" m 'T . �:I I -0.-.3* ::r m J STHD14 'F- ' ,1 L- ,'- l STHD74 r • RIP (I) 8XI/ LII 56.1 I9 LO PECONC.SLABI SLOD DOWN P3 1/4:12 I F L J L ` ..- li 1 3/4"I r A-101/2" i• - 4 Ile. •I . -101. 6-4^ r f / e SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# 14253 ROOF Roofing- 3.5 psf R -future psf 5/8w plywoodoofing (O.S.B.) 0.0 2.2 psf Trusses at 24"o.c. 4.0'psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete OA psf 3/4"plywood(O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 28 MAF 2014 2 33PM Lic.#:KW-06002997 .. .; " ,�, �# Licensee:C.T.ENGINEERING Description : ROOF FRAMING Eltfar Resign A RB b 1 „� • )y,,, ** I!I[�,. = Bt:2O1O AS Er* ' ' .W�•tv'/i ': ,, ." �/„, :•. �i i;•. -�^�. „ Calcy1iHCf...�� . VIED "9 I.a '� b BEAM Size: 2-2x4,Sawn, "Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030)1-40.030) Max fb/Fb Ratio = 0.385; 1 , fb:Actual: 489.80 psi at 2.500 ft in Span#1 -�. _ _.�, .�..< .•_ --,, Fb:Allowable: 1,271.47 psi Load Comb: +D+Lr+H - Max fv/FvRatio= 0.169: 1 fv:Actual: 25.33 psi at 4.717 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 rt.2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E Li Downward L+Lr+S 0.051 in Downward Total 0.081 in Left Support 0.08 0.13 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.08 0.13 Live Load Defl Ratio 1182>360 Total Dell Ratio 739>180 Bba , t 4°N ‘'W u 4 MU, r8008:'.l e Z 1aC O9Ate#10 SCV7 1+ BEAM Size 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(o 030)Lr(0 050) Max fb/Fb Ratio = 0.116. 1 fb:Actual: 148.16 psi at 1.375 ft in Span#1 Fb:Allowable: 1,273.10 psi Load Comb: +D+Lr+H - Max fv/FvRatio= 0.083: 1 fv:Actual: 12.47 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.750 n,2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.04 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.04 0.07 Live Load Defl Ratio 7109 >360 Total Defl Ratio 4443>180 Itsrq. a1be rig RB.b 3 ate, .ik +C 91catioir"i'oer i►o . 8G iickiB .4010 f 1sdoi BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0 030 Lr(0 050} Max fb/Fb Ratio = 0,246. 1 fb:Actual: 313.47 psi at 2.000 ft in Span#1 Fb:Allowable: 1,272.20 psi • Load Comb: +D+Lr+H Max fv/FvRatio= 0.152: 1 fv:Actual: 22.86 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.011 2-2x4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.021 in Downward Total 0.033 in Left Support 0.06 0.10 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.06 0.10 Live Load Defl Ratio 2310 >360 Total Defl Ratio 1443 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ;Panted 28 MAR 201a 233PM �,,.,s., ; "-+�. � a„4c „✓✓off.., - „CB Lic # KW-06002997 i nsee:C T ENGINEERING B DSI RBb4 "� � ,. >�� ,<.' � _ .. :::x.iiii.!,:,,,,,,R/E.1::,,eir,,,,,:ii::: � � ,� ��20�(►� E7 i0��,,BEAMSize28,Saw , FullyUnbraedUgAllowaleStressDesign with ASE7-02LoadCombinationsMajor Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft D 0.30 L 0.50 Design Summary ��� : Max fb/Fb Ratio = 0.404. 1 fb:Actual: 410.94 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi 0 0 Load Comb: +D+Lr+H - - Max fv/FvRatio= 0.552: 1 fv:Actual: 82.76 psi at 0.000 ft in Span#1 3.o ft z-zxa Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.012 in Left Support 0.45 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.45 0.75 Live Load Defl Ratio 4866 >360 Total Defl Ratio 3041 >180 eilVaiiii$3161C+rSg RB.b 5 S� � u 200 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary D(0.030)Lr(o 050) Max fb/Fb Ratio = 0.116. 1 _,; fb:Actual: 148.16 psi at 1.375 ft in Span#1 Fb:Allowable: 1,273.10 psi Load Comb: +D+Lr+H - - Max fv/FvRatio= 0.105: 1 fv:Actual: 15.71 psi at 0.000 ft in Span#1 2.750 rt,2-2x4 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.04 0.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.04 0.07 Live Load Defl Ratio 7109 >360 Total Defl Ratio 4443>180 9fRBb6 i Of k �" \ ( � 0�\1e' O S I CBg 2081,-4CE 7A40 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pit 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft D 0.030 Lr 0.050 Design Summary ..�......... Max fb/Fb Ratio = 0.139; 1 fb:Actual: 176.33 psi at 1.500 ft in Span#1 • • Fb:Allowable: 1,272.92 psi Load Comb: +D+Lr+H - - Max fv/FvRatio= 0.114: 1 fv:Actual: 17.14 psi at 0.000 ft in Span#1 3.0 ft,2-2x4 Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422>180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 re :: _ _ ✓ Printed:28 MAR 2014,2:33PM Ti.{Atir't.'t'27; '40P4TalirMit ;Ala, F , Lic.#: KW 06002997 B�a ©I�Si l RB b 7 e .1 � . w N I case LiENGINEERING BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=2.0 ft Design Summary Df0.039 Lr(0 050) Max fb/Fb Ratio = 0.139. 1 fb:Actual: 176.33 psi at 1.500 ft in Span#1 ,a Fb:Allowable: 1,272.92 psi • Load Comb: +D+Lr+H - Max fv/FvRatio= 0.092: 1 fv:Actual: 13.83 psi at 2.710 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 n,2-2an4 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.011 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 5475 >360 Total Defl Ratio 3422>180 VWo d 11?0011tr.' 'k1,3.b 8 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pr-II 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary D 0.30 Lr 0.50 Max fb/Fb Ratio = 0.280. 1 ... fb:Actual: 285.37 psi at 1.250 ft in Span#1 � � �� Fb:Allowable: 1,017.68 psi Load Comb: +D+Lr+H Max fv/FvRatio= 0.460: 1 A A fv:Actual: 68.97 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 2.50 5,2-248 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.38 0.63 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.38 0.63 Live Load Defl Ratio 8410>360 Total Defl Ratio 5256>180 �dthe I n B. .9 i Ca**41ins r 20 Nqs,IBS BEAM Size: 2-2x10 Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft Design Summary 0.30 0.50 Max fb/Fb Ratio = 0.754. 1 fb:Actual: 701.24 psi at 2.500 ft in Span#1 Fb:Allowable: 929.74 psi Load Comb: +D+Lr+H � • Max fv/FvRatio= 0.721: 1 A A fv:Actual: 108.11 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 ft,2-2:10 Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.027 in Downward Total 0.044 in Left Support 0.75 1.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.75 1.25 Live Load Defl Ratio 2183>360 Total Defl Ratio 1364>180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed:28 MAR 2314,2:33PM Title Block Line 6tunsit Licensee:C.T.ENGINEERING Lic # KW-06002997 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb Tension 850.0 psi Fc Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, Lr=0.0250 k/ft,Trib=20.0 ft •0.30 Lr 0.50 Design Summary Max fb/Fb Ratio = 0.718; 1 fb:Actual: 730.56 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+Lr+H - A Max fv/FvRatio= 0.736: 1 fv:Actual: 110.34 psi at 0.000 ft in Span#1 4.0 nir,2- e Fv:Allowable: 150.00 psi Load Comb: +D+Lr+H Max Deflections Max Reactions (k) D L Lr s w E H Downward L+Lr+S 0.023 in Downward Total Total 0.037 ininn>180 Left Support 0.60 1.00 Upward L+Lr+S 0.000 in Upward 0.000 Right Support 0.60 1.00 Live Load Defl Ratio 2053>360 Total Defl Ratio 1283 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 /,...; y. /� 1 y Panted MAR2014, M � a j ` _- _ � � t 233P Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 1 OF 3 t*siOCTFB b 1 . BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary % 1 116934P Max fb/Fb Ratio = 0.631: 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H 41, Max fv/FvRatio= 0.452: 1 A A fv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4 Ott 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 iftrOCIOVeit:61Desi TFB b 2 .0 r � ' 7( e*tila nSfir�9 Ir1Ds.kW 2009,cB3f'. BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850 psi Fc-Pr!! 1300 psi Fv 150 psi Ebend-xx 1300 ksi Density 27.7 pcf Fb-Compr 850 psi Fc-Perp 405 psi Ft 525 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary DOM Ifii8Y Max fb/Fb Ratio = 0.631• 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi p Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A iv:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0 a 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 + Beni si igtil TF6:6.3 b 3 ° ,1�2�,1E#c 2040;ASCE74'10 .. �.. � �: atlr~u BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary D6961T 618?) Max fb/Fb Ratio = 0.631• 1 fb:Actual: 641.52 psi at 2.000 ft in Span#1 Fb:Allowable: 1,016.20 psi Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A N:Actual: 67.83 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 4.0a 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Left Support 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Defl Ratio 2231 >360 Total Defl Ratio 1461 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Printed.28 MAR 2014,2 33PM ' zorTic" Title Block Line 6 E , fps 11c i ,g y j � E '�� Lin ��� "� � �, Lic # KW-06002997 cesee:C T ENGINEERING r�Ba*D s gn TFB.b 4 i on i llla s�, BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PHI 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D00'08.46g0�80' Max fb/Fb Ratio = 0.165; 1 fb:Actual: 209.46 psi at 1.250 ft in Span#1 Fb:Allowable: 1,273.28 psi Load Comb: +D+L+H - - Max fv/FvRatio= 0.126: 1 fv:Actual: 18.90 psi at 2.217 ft in Span #1 zsoft,2-2x4 Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.002 in Downward Total 0.009 in Left Support 0.14 0.03 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.03 Live Load Defl Ratio 17653 >360 Total Defl Ratio 3457>180 D�ir TFBb5 A CE74 BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.1720 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Designfb/Fb Summa►Ratiov = 0.951; 1 °� ' ,443kf°) Max fb:Actual: 1,210.19 psi at 2.000 ft in Span#1 -_- - Fb:Allowable: 1,272.20 psi Load Comb: +D+L+H - - Max fv/FvRatio= 0.506: 1 fv:Actual: 75.89 psi at 0.000 ft in Span#1 ,.ore z-tea Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.083 in Downward Total 0.128 in Left Support 0.22 0.40 Upward L+Lr+S0.000 in Upward Total 0.000 in Right Support 0.22 0.40 Live Load Defl Ratio 581 >360 Total Dell Ratio 373>180 warnD#1 TFB b 6 * ca cti r*asxDs B o trB 20 U,/ Y BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.0 ft Design Summary ' Max fb/Fb Ratio = 0.220; 1 fb:Actual: 498.87 psi at 4.875 ft in Span#1 Fb:Allowable: 2,271.25 psi ��� Load Comb: Max fv/FvRatio= 0.148: 1 fv:Actual: 45.77 psi at 8.613 ft in Span#1 9.750 ft,3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D r S W E H Downward L+Lr+S 0.040 in Downward Total 0.066 in L L Left Support 0.78 1.17 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.78 1.17 Live Load Defl Ratio 2958 >360 Total Defl Ratio 1775>180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ✓�,� _ Printed:28 MAR 2014,2 33PM "� a 411- Lic.#:KW-06002997 �.. ,,.,_ �✓„ .. .! ... . ,,. ��; Licensee:C.T.ENGINEERING tsaddIe est a TFB b 7 ,v,,, .,., �atiottts �'�5 t�5, BEAM Size: 2-2x4,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PM 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary 080.0150 L(0.0250) Max fb/Fb Ratio = 0.069. 1 fb:Actual: 88.16 psi at 1.500 ft in Span#1 .... Fb:Allowable: 1,272.92 psi Load Comb: +D+L+H - - Max fv/FvRatio= 0.046: 1 fv:Actual: 6.91 psi at 2.710 ft in Span#1 Fv:Allowable: 150.00 psi 3.0 rt,2-2e4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.02 0.04 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.02 0.04 Live Load Defl Ratio 10951 >360 Total Defl Ratio 6844>180 Wee BeititDeitgl<tb ' TFB8 `. , G r 5#CIS IBC 2009' 2010 AscE I10 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pr!! 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design Summary Max fb/Fb Ratio = 0.870 1 D 0.240 L 0.640 fb:Actual: 1,951.14 psi at 6.500 ft in Span#1 Fb:Allowable: 2,242.80 psia ... Load Comb: +D+L+H �.ms, .. ,� ... �,,,,, �n , �� , Max fv/FvRatio= 0.467: 1 A A• fv:Actual: 144.75 psi at 0.000 ft in Span#1 13.0 ft, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E II Downward L+Lr+S 0.333 in Downward Total 0.458 in Left Support 1.56 4.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.56 4.16 Live Load Defl Ratio 468>360 Total Defl Ratio 340 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 61 Printed 8APR2014 803AM V 'i 11r Lic.#: KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 2 OF 3 Wood D TFB.b BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=16.0 ft Design SummaryD 0240 L 0.840 Maxfb/Fb Ratio = 0.349; 1 fb:Actual: 795.35 psi at 4.150 ft in Span#1 Fb:Allowable: 2,281.78 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.260: 1 A A fv:Actual: 80.49 psi at 0.000 ft in Span#1 8.30 ft,3.5%14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.055 in Downward Total 0.076 in Left Support 1.00 2.66 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.00 2.66 Live Load Defl Ratio 1798 >360 Total Defl Ratio 1307 >180 Wed .= D t[g TFB b 10 w f lci€�ir �� 1,kssa $WkN Iii ; f , ©' BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb • -Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary .0.1425 L 0.380 Max fb/Fb Ratio = 0.074. 1 lb:Actual: 171.37 psi at 2.500 ft in Span#1 Fb:Allowable: 2,301.93 psis Load Comb: +D+L+H • • Max fv/FvRatio= 0.070: 1 A A fv:Actual: 21.59 psi at 3.850 ft in Span#1 5.0 R 3.5%14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.004 in Downward Total 0.006 in Left Support 0.36 0.95 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.360.95 Live Load Defl Ratio 13854>360 Total Defl Ratio 10076>18,00 W Begin sigh 07 TFB b 11 ' . 1 u .; .. onr fig It�.184`�DO�. c' 0 .1� BEAM Size: 5.25x14.0,Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-PM 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.750. 1 00.180 L 0.480 fb:Actual: 2,135.82 psi at 9.500 ft in Span#1 Fb:Allowable: 2,847.26 psi • Load Comb: +D+L+H -..<. ... ..z�. :, % ... .., � ..:.. Max fv/FvRatio= 0.398: 1 19.0n, 5.25x14.0 fv:Actual: 115.41 psi at 0.000 ft in Span#1 Fv:Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.589 in Downward Total 0.831 in Left Support 1.87 4.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.87 4.56 Live Load Defl Ratio 386 >360 Total Defl Ratio 274 >180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 8 o 014,8:03AM .;;I:-.1 �� Lic.#. KW-06002997 '' � ,,, 4 Licensee C T ENGINEERING W43e�Oe�stgnt TFB b 12 Wim .* BEAM Size: 3.5x14,TimberStrand, Fully Unbraced �y ' Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=10.250 ft Design Summary Max fb/Fb Ratio = o 01536 0.410 0.136; 1 �����.>_.. fb:Actual: 312.49 psi at 3.250 ft in Span#1 Fb:Allowable: 2,293.36 psi Load Comb: +D+L+H Max fv/FvRatio= 0.117: 1 • fv:Actual: 36.27 psi at 0.000 ft in Span#1 A A Fv:Allowable: 310.00 psi 6.50 ft,3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.013 in Downward Total 0.018 in Left Support 0.50 1.33 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.50 1.33 Live Load Defl Ratio 5844>360 Total Defl Ratio 4250>180 Wiiild Bai lDeni 7-43.6-.1 i * , ' .. x x 5 , 200-54,1- .„.r.,.. X204,4'GEtt of ASC 7 0 BEAM Size: 5.125x16.5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.50 ft Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150 k/ft,Trib=2.0 ft Design Summary Max fb/Fb Ratio = 0.370. 1 , . ,•'.iiPh.,s) + fb:Actual: 877.51 psi at 8.000 ft in Span*1 0 ` VI Fb:Allowable: 2,370.99 psi Load Comb: +D+L+H Max fv/FvRatio= 0.237: 1 • A , s ��.. ,, ,•. fv:Actual: 62.84 psi at 0.000 ft in Span*1 • Fv:Allowable: 265.00 psi 16.0 n 5.125x16.5 Load Comb: +D+L+H Max Deflections Max Reactions (k) 12 L Lr S W E H Downward L+Lr+S 0.129 in Downward Total 0.228 in Left Support 1.85 2.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.85 2.40 Live Load Defl Ratio 1490 >360 Total Defl Ratio 841 >180 '• Ream TFB b 14 * .. ..* SAA , `... 11 kt 1 +1�ID ,lI Ot , .B � Sc 7 I r BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem FirWood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.750 ft Design Summary Max fb/Fb Ratio = :> �L°> 2 0.190• 1 : fb:Actual: 193.17 psi at 1.625 ft in Span#1 "� ��� Fb:Allowable: 1,016.95 psis Load Comb: +D+L+H • • Max fv/FvRatio= 0.152: 1 A A fv:Actual: 22.74 psi at 0.000 ft in Span#1 Fv:Allowable: 150.00 psi 3250 ft,2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr. S W E H Downward L+Lr+S 0.005 in Downward Total 0.007 in Left Support 0.15 0.37 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.37 Live Load Defl Ratio 8321 >360 Total Deft Ratio 5973 >180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Project Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. Printed:8APR2014,8:03AM Title Block Line 6 ; I�� � 17 �1 i a j 111 EER LicenseeNGINING Lic.# KW 06002997 W� 3 ri L Si� TFB b I u ti ns O D • BEAM Size: 3.5x9.5,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss JoistWood Grade: TimberStrand LSL 1.55E Fb-Tension 2325 psi Fc-PrIl 2050 psi Fv 310psi Ebend-xx 1550 ksi Density 32.21 pcf Fb-Compr 2325 psi Fc-Perp 800 psi Ft 1070 psi Eminbend-xx 787.815 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.10, L=0.80 klft,2.0 ft to 4.0 ft,Trib=1.0 ft Unif Load: D=0.010, L=0.0250 k/ft,0.0 to 2.0 ft,Trib=5.0 ft Point: L=2.20 k @ 2.0 ft Design Summary D(0.050)L(0.1250) D 0.10 L 0.80 Max fb/Fb Ratio = 0.324. 1 ' ` ' ____ fb:Actual: 749.89 psf at 2.000 ft in Span#1 Fb:Allowable: 2,313.41 psi Load Comb: +D+L+H • • Max fv/FvRatio= 0.268: 1 A A fv:Actual: 82.94 psi at 3.213 ft in Span#1 4.0 n 3.53(9.5Fv:Allowable: 310.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.020 in Downward Total 0.021 in Left Support 0.14 1.69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.19 2.36 Live Load Defl Ratio 2393>360 Total Deli Ratio 2254>180 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnn 28 h 2014,2:35PM i; l Ie,Jr!! � E, a T 1 s e a� at ,,r,... .. .. ,. .,:; �,,, .��-- . "".'.,.,';�4 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description : TOP FLOOR FRAMING 3 OF 3 8 411• ./.,St TFB b 16 ' ' 1 #6s0,0I ;' t 209Cl192O , EZ41'-t' BEAM Size: 2-2x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.80 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=0.670 ft Design Summary D o Bo Max fb/Fb Ratio = 0.883. 1 fb:Actual: 821.20 psi at 2.500 ft in Span#1 � Fb:Allowable: 929.74 psi Load Comb: +D+L+H • Max fv/FvRatio= 0.585: 1 A A fv:Actual: 87.78 psi at 4.233 ft in Span#1 Fv:Allowable: 150.00 psi 5.0 a,2-2x10 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.045 in Downward Total 0.051 in Left Support 0.28 2.07 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.28 2.07 Live Load Defl Ratio 1320>360 Total Defl Ratio 1165>180 ,DiM . ® Sii, "TFB b 17 - ! t l Ia ns er*05 ilibklite flti9 B 010 tSCt71 BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-Pill 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=4.70 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary [Row.., 0 50 Max fb/Fb Ratio = 0.336 1 fb:Actual: 759.60 psi at 5.500 ft in Span#1 Fb:Allowable: 2,261.18 psi Load Comb: +D+L+H Max fv/FvRatio= 0.206: 1 • "" • iv:Actual: 63.91 psi at 0.000 ft in Span#1 Fv:Allowable: 310.00 psi 11.0 ft 3.5x14 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.078 in Downward Total 0.128 in Left Support 1.02 1.61 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.02 1.61 Live Load Defl Ratio 1687 >360 Total Defl Ratio 1033 >180 :WoOd Bear",Desi TFB b 18 (RIGHT) . . . "Sr*5 S, BC 2009 C c 10° C T 10 .�, .. BEAM Size. 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PHI 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=2.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.057; 1 �� ` „�� �"tsl.�r•,,t 4 fb:Actual: 130.97 psi at 2.750 ft in Span#1 Fb:Allowable: 2,299.17 psi Load Comb: +D+L+H Max fv/FvRatio= 0.052: 1 • • fv:Actual: 16.11 psi at 0.000 ft in Span#1A A Fv:Allowable: 310.00 psi 5.50 ft 3.5x,4 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.003 in Downward Total 0.006 in Left Support 0.40 0.51 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.40 0.51 Live Load Defl Ratio 21381 >360 Total Defl Ratio 11986>180 Title Block Line 1 Project Title: Engineer Project ID: You can change this area En g using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 _ P 8 MA2314,2 s , -... '''5 r ,ar ice nC.T. G ERING. i , -s„ , ' %, -, , -. Fa. Lic.#•KW-06002997 e i $ TFB•b 19 �A�.y�� a/^w p � / � �/ �g b�.,.}; �l� 1�,:'�4 f# ,�I.7{,.,i � �i'7AI��::Rey BEAM Size 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.340 klft,0.0 ft to 2.0 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.60 ft Point L=2.70 k @ 2.0 ft Design Summary Max fb/Fb Ratio = 0.275; 1 == D 0.0240 L 0.0640 fb:Actual: 621.95 psi at 2.017 ft in Span#1 Fb:Allowable: 2,261.18 psi Load Comb: +D+L+H Max fv/FvRatio= 0.286: 1 • Tv:Actual: 88.56 psi at 0.000 ft in Span#1 11,0 R 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.080 in Downward Total 0.088 in Left Support 0.31 3.18 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.15 0.90 Live Load Defl Ratio 1651 >360 Total Defl Ratio 1493>180 yvoad Bt Cit7 * TFB b 20 �/ aeull�nt�;�, 280 ��s�r#101.3t-E71f • BEAM Size: 3.5x14,TimberStrand, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi Fc-PrIl 2,050.0 psi Fv 310.0 psi Ebend-xx 1,550.0 ksi Density 32.210 pcf Fb-Compr 2,325.0 psi Fc-Perp 800.0 psi Ft 1,070.0 psi Eminbend-xx 787.82 ksi Applied Loads Unif Load: D=0.10, L=0.340 klft,0.0 ft to 11.50 ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,7.50 to 11.50 ft,Trib=1.0 ft Point: L=1.0 k @ 11.50 ft Design Summary Max fb/Fb Ratio = 0.360; 1 D o 10 L 0340 :.s: r: fb:Actual: 822.85 psi at 7.500 ft iD 0 0150 L 0 0250 n Span#1 ��i��.E-mow � Fb:Allowable: 2287.12 psi Load Comb: +D+L+H � �. Max fv/FvRatio= 0.233: 1 • A N:Actual: 72.34 psi at 7.500 ft in Span#1 7.so n 4.0 R, 3.5x14 Fv:Allowable: 310.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.109 in Downward Total .1177 iin Left Support 0.25 0.35 Upward L+Lr+S -0.017 in Upward Total -00.01n Right Support 0.96 4.66 Live Load Defl Ratio 880 >360 Total Defl Ratio 820>180 Wat s est`nom NOT USED '" tfl,,.. Oalc „ "N;- IE42tt08 dBC.,2O ,07A `t, O3 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Pill 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=2.0 ft .0.030 L 0.050 Design Summary ........:....- Max fb/Fb Ratio = 0.040; 1 fb:Actual: 41.09 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi �" IIII Load Comb: +D+L+H A A Max fv/FvRatio= 0.033: 1 N:Actual: 4.97 psi at 2.400 ft in Span#1 3.o R 2-zxa Fv:Allowable: 150.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.000 in Downward Total 0.001 in Left Support 0.05 0.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.05 0.08 Live Load Defl Ratio 999999 >360 Total Defl Ratio 30418>180 Title Block Line 1 You can change this area Project Title: Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 riii - Printed 28 MAR 2314 2 35PM Lic.# KW-06002997 z Licensee C T ENGINEERING 43:1t114:1eSt1 TFB b 22 BEAM Size: 2-2x8,Sawn, Fully Unbraced � ` � 52 Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-PrIl 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0 ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.355; 1 D d18i'11194 fb:Actual: 360.86 psi at 1.500 ft in Span#1 Fb:Allowable: 1,017.19 psi z� Load Comb: +D+L+H Max fv/FvRatio= 0.291: 1 A A # A fv:Actual: 43.60 psi at 2.400 ft in Span Fv:Allowable: 150.00 psi 3.0 R 2-2x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.010 in Left Support 0 36 0 69 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0 36 0.69 Live Load Defl Ratio 5290>360 Total Defl Ratio 3464>180 Beam D J$ TFB b 23 * t+lt ' ii)Ot 13t 20't ,ASOE*1`0 BEAM Size: 2-2x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Fb-Tension 850.0 psi Fc-Prll 1,300.0 psi Fv 150.0 psi Ebend-xx 1,300.0.0) ,300.0 ksi ksi Density 27.70 pcf Fb-Compr 850.0 psi Fc-Perp 405.0 psi Ft 525.0 psi Eminbend-xx 470.0 Applied Loads Unif Load: D=0.10, L=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0150, L=0.040 k/ft,Trib=9.50 ft Design Summary Max fb/Fb Ratio = 0.631; I Nodi?hl in) fb:Actual: 641.52 psi at 2.000 ft i #1 n Span Fb:Allowable: 1,016.20 psi : � Load Comb: +D+L+H Max fv/FvRatio= 0.452: 1 A A 1 fv:Actual: 67.83 psi at 0.000 ft in Span# Fv:Allowable: 150.00 psi 4.o a 2-2x8 Load Comb: +D+L+H Max Deflections Maxeft SReactions (k) D L Lr S W E H Downward L+Lr+S 0.022 in Downward Total 0.033 in Lupport 0.49 0.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.49 0.92 Live Load Dell Ratio 2231 >360 Total Defl Ratio 1461 >180 1 �BearsD4 TFBb24 , *k ** Galculati s er 2 00SS„%C**PBC tGBC 19,ASCE. BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-PrIl 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=10.250 ft Point: L=1.0 k @ 0.250 ft Design Summary LI 01 Max fb/Fb Ratio = 0.487. 1 fb:Actual: 581.40 psi at 3.255 ft in Span#1 �5! 0.2563 �ti! Fb:Allowable: 1,193.24 psi Load Comb: +D+L+H : ,a. �. . Max fv/FvRatio= 0.314: 1A #1 fv:Actual: 56.57 psi at 6.230 ft in Span A Fv:Allowable: 180.00 psi �.0 ft Load Comb: +D+L+H 1.50 ft, 4x10 Max Reactions (k) D L Lr S W E Max Deflections Left Support 0.51 1.82 H Downward L+Lr+S 0.035 in Downward Total 0.054 in Right Suppot 0.791 1.36 Upward L+Lr+S -0.021 in Upward Total -0.032 in Live Load Defl Ratio 1716 >360 Total Defl Ratio 1110>180 Title Block Line 1 Project Title: Project ID: You can change this area Engineer: Protect Descr: using the"Settings"menu item and then using the"Printing& Title Block"selection. P;�e;2sr�ti�2o1a,2:3sPM Title Block Line 6 p , , s 3 - 4 I #: KW- � :: Licensee:C.T.ENGINEERING FIT7Lic.#: KW06002997 ig'' TF6b25 F 740 ' �jcatairst!s pe � fltiiGtl � t!# Q: �. BEAM Size: 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-Pr!! 1,5500.0 05 0 psi Fv Ft 1680. 0 psi EmEbend- -d ),:x1 620.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp Applied Loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=10.250 ft Design Summary D 0.1538 L 0.2563 Max fb/Fb Ratio = 0.461 1 fb:Actual: 549.58 psi at 3.325 ft in Span#1 Fb:Allowable: 1,193.24 psi ���� Load Comb: +D+L+H • A Max fv/FvRatio= 0.386: 1 A 1,50 ft, 4x10 fv:Actual: 69.54 psi at 7.000 ft in Span#1 7.o ft Fv:Allowable: 180.00 psi Max Deflections Load Comb: +D+L+H Max Reactions (k) g L _i_r S WE H Downward Upward L+Lr+S+S -0.019 in Upwa d Total Total 0.030 in Left Support 0.51 0.86 Right Support 0.79 1.32 Live Load Defl Ratio 1890>360 Total Defl Ratio 1182 >180 CT Engineering Polygon Homes Twin Creeks, Plan 3713 A TYPICAL CRAWL SPACE BEAM CARRYING THE MIDDLE FLOOR JOISTS ONLY W SIMPLE SPAN-UNIFORM LOAD /1 /1 Span= 7 ft R1 R2 Span Uniform Load(full span),W= 715 lb/ft Reactions Vmax= 2503 lb Ri = 2503 lb Mmax= 4379 lb-ft R2= 2503 lb Nominal Beam Size: b = 6 in. d= 8 in. Number of Sections= 1 bad = 5.50 in. dad= 7.50 in. Lumber Species/Type: DF1 REPETITIVE MEMBER?------- N Post?: YES Design Stresses and Factors: CL= 1.00 Moisture> 19%? N Fv= 170 psi LDF= 1.00 CM(v)= 1.00 Fb= 1,200 psi Cr= 1.00 CM(b)= 1.00 FcII= 1,000 psi Cv = 1.00 CM(o)= 1.00 FcL= 625 psi CF(B) = 1.00 CM(d)= 1.00 E = 1.6E+06 psi SroTAL=V 360 CM(E)= 1.00 0 INCH Emin= .00E+00 psi Incise Ci= 1.00 •HOLE Stresses and Deflections Section Properties SEC. Actual Allowable Required Provided REDUC. Fv(psi) 74.8 170 A(in2) 18.14 41.3 Fb(psi) 1019 1200 Sx(in3) 43.79 51.56 0.0 in3 Delta(in.) 0.12 0.23 I (in4) 103.46 193.4 0.0 in4 REQ'D END BEARING = 0.73 inches NOTCH DEPTH= 0 inches fv,NoTCH(Tension Face)= <Fv'= 170 psi USE: (1)6 x 8 DF1 N.E.T. Job#14051 3/28/2014 160 Nickerson R. CT ENGINEERING Suite 392 INC. Seattle,WA -�� �. '.� �( ,ems ♦�+ /� 99109 Project: V��N3 `r� ' t^^�L'4 ` '�•'�+ Date: (206)28S-4512 J cs 14 DS, (206 Client: Page Number: (206)295-0616 • ..•lAirli• k;,•..,;:,„•ii .•;i•• -., •:.',, ...•.•..",,.:.. 1 14. ► EEJ �•:_::`m;” ' •.. ' 2 i l' , P�3 154� 2Zzx I I `- .i. 4 t, i • • -..,;.--.-7,-, • �� I I �� � J ! I j j I I i• I i .1 , ..' Li. , 1 ; .,, _,....„..1. 1, :0,,r.:;,,,,v _.,, •p 1 , . T I i H. 11 1 1 ! 1 - - -- --i7,2:1,44:,,i,,...„ ,,,Q I I i .�� , I I I , , I lI � y /d �1 I I ;I I • .3K • 1 . • 1j • • - j I . ' 1 ....I 1 1 __i I j 1i_ t1 1 1 i ic 1 . 1 1 1 ' i I •• I I i t ; I I , 1 1 . ' 1 1 i 1. • t.Ir }.. i 1 1---1- 1 : 1- 1 , I j I I L. i • i 4. ' ;.. ; I j 1 1i ' . I : 1 I 1 I i I I a I ' I I • • I 1 • 1.. I 1 I. , i , I � � I I. I � , 1 , 1 I1 I I 1 i • �j I , I - 1 ISI • I I ! ,. I - ; : I • i I I I I 1 j , I I i -' i • • j I L. .j I ' i 1 1 i I f. i I I. .I I Structural Engineers • C T E N G I N E E R I N G 180 Nickerson St. Salle 302 I N C. •1 !'8512 Project: Date: ,A Client: A 7 � 1Q ' V�, • PAX: Page Number: (206)285-0618 It—T— . r.-0b;) %).&,. I 0 SrocaS Toil'tr. Et DS I 771 ' 777 0 3 / K �. 6.D 7, _ 4 b GtNxG 961 9,5 , 9.75' Yr 2,e‘ 3. 'N 5.01K Vqa iLL S iNre-g.ityg, L--R e ,-k-,,L . 066 frMkt< < 144 iFcAp E-sem +� @ t ' G l Nrr `0 .. ._. L . Structural Engineers 180 Nickerson St. CT ENGINEERING ) Suite 302 --p-- Seattle,WA Project:I V�1 1 , � � �; r -- `��•v Date: YeaV di (206)285-4512 1, FAX: Client: k)\ 1 q` O�I Page Number: (206)285-0618 ) • SU L— 007.1 '5 - 2 G ' k F12.: E,c-r x / ,-.N.1\1_•_. t: \1eT1-1. JJ. ri sTiS Lo6;', \NINt-c. 6-VU ISIGN e l6''0.6 z. (3: (5) tA‘b....ft.; .: : 9.vei . $711. f3:7&1 . ' 131 /40 .1'-H.' . GP ".95' 9,SC.. ` 975' 3I3I r _-,-17. %. lag\ 14'f" I7:8 A • f ,°v LL a.-F. ! (1'‘ 'c. 7= L Atj:0-. . A-°'' : it 12.0>� h. ULT c p -7.1-.6, aNE iz - tz h-"� Gee oRy-Ng:-�I_C Com.Wim:�> n rill. r. 7. , L-T- : J._2 T43 c394).: 0.713 0.94 .14) - . zoo , DLT - r Til=-: r1') ?+C J : . . 2.A BLL " (17, = 0 G(-2C.40=15F s- I1 c- , . : ' --4. t•*1 •coLuitio$ .•. . ige/c.. rt-os .. . 21,S fic-- —7-1— WC.. = RAN A,C oie_ :-R ) IA,D . Lu _ � .25• (p a z S 6psf> t 1c91C-- ‘52_89F.1144( S131 Structural Engineers Design Maps Summary Report Design Maps Summary Report User-Specified Input Report Title Sunset Ridge North Plains Thu October 9,2014 00:30:30 UTC Building Code Reference Document (which2012 utilizesInternational USGS hazard dataBuilding availabCodele in 2008) Site Coordinates 45.5944°N, 122.975°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III z i$1181{8 P4y// a / � v ' , ,� a' az- .�. '-'4.,'' , .,-'0,7'.'" ,,' ' ' -. Fes; !.."itifieit,...*,!1'.-.,-..'!... -'r'''''',A,,:i. -:,'i,,,,;77:N..„,:-. 1..It `':' ' -'01(;)1' '''''''Yr ,,-%,'a----fl.g.v: '--,q..";,',.,0,, .-,,k4.--,,,;,- yr , '�\ ;89 y ,' y,Ea z / Te 3L. ' -ABG \ '. / F AMER1CA,WASN !NGTO �" ' ,t �s.„ n• . . • USGS-Provided Output Sy = 1.0188 S„y = 1.112g Soy = 0.742g S1 = 0.455 g S„1 = 0.703 g S01 = 0.469 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.88 1.20 0:80 1.08 0.72 0.95 0.54 0.84 0.5S Oi 0.72 i�A 0:48 a 0.50 P 0.40 r 0.48 0.22 0.36 0.24 0.24 0.15 0.12 0.08 0.00 0.00 0.00 0.20 0.40 0.50 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.50 0.80 1.00 1.20 1.60 1.50 1.80 2.00 Period.T(sec) Period,T(sec) http://ehp1-earthquake.cr.usgs.gov /designmaps/us/summary.php?template=minimal&latitu... 10/8/2014 CT ENGINEERING 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14051: Plan 3 Elevation B Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.46 N Longitude= -122.89 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.uscs.gov/research/hazmaps/ http://geohazards.usgs.gov/desianmaps/us/apolication.chc 6. Site Coefficient(short period) F.= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM,=Fv*Si SM,= 0.68 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SDI= 0.45 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= 0 Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Horizontal Structural Irregularitik - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv.Lateral Force - Table 12.6-1 N.E.T. 3/28/2014 CT ENGINEERING 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 7.2)2009 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-05 CT PROJECT*: CT#14051:Plan 3 Elevation B Sos= 0.72 h„=19.00 (ft) So,= 0.45 x=075 =e ASCE 7-05(Table 12.8-2) R= 6.5 C,=0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T=0.182 ASCE 7-05(EQ 12.8-7) S.,= 0.43 k=1 "ASCE 7-05(Section 12.8.3) TE=6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sc„/(RAE) 0.111 W ASCE 7-05(EQ 12.8-2) Cs=Soy/(T'(RIIE)) (for T173 0.383 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(So,•T,)/(T'`(RAE)) (for TL.TO 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(Rule) 0.033 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W LOOKUP REF# Cl C2 C3 C4 CS C9 C7 C9 Ca CIO C31 C12 C13 C14 C15 219 217 VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-05 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Area#1 Area#2 Area#3 C,.,_ DIAPHR. Story Elevator Height AREA DL AREA DL AREA DL w, w;'h,` w,'h," DESIGN SUM LEVEL Height (H) h,(9) (soft) (ks9 (soft) (1#0 (WO) (ks0 (Ides) (lips) E.,'h,` Vi DESIGN V V„� NS E-N( Roof - 19:00 19.00 1870 0:022 i - 41.1 781.7 0.61 4.40 4.40 3.81 5:03 Top Floor 9.00 10:00 10.00. 1517 1028 333 0.022 49.8 498.0 0.39 2.80 2.80-.' 6.50 7:71 I 1000 0.00 0.00 0.0 0.0 0.00 0.00 0.00 1st(base) - 90.9 1279.7 1.00 7.20 10.31 I 12.75 I E=V= 10.08 E/1.4= 7.20 DIAPHRAGM FORCES PER ASCE 7-0S SECTION 12.10.1.1 (EQ 12.10-1) Design F0,= DIAPHR. F, E F, w, Ew, Fr•= ,r.E:'w� 0.4`SOS*IE`Wp 02*S,IE`w, LEVEL (kips) (lips) (lops) (lips) (kips) Lw, Fp,Max. Fp,Min. Roof 4.40 4.40 41.1 41.1 5.93 4.40 11.86 5.93 Top Floor 2.80 2.80 49.8 49.8 7.18 2.80 14.35 7.18 0 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 let(base) 0.00 0.00 0.0 41.1 0.00 0.00 0.00 0.00 N.E.T. 3282014 ASCE 7-10 WIND Part2.B SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14051:Plan 3 Elevation B N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= ', 30A0 30.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 24.50 24.50 ft. - -- Building Width= 37.0 45.0:ft. V u/t. Wind Speed 3Sec c a= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 sec caam_ I mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0N/A N/A Roof Type= Gable Gable N-S E-W Ps30 A= 28,6 28.6'psf Pitch= 25.0 '25.0 Figure 28.6-1 P530 B= 4.6 4.6'psf Figure 28.8-1 P530C= 20.7 ; 20.7;psf Figure 28.6-1 Ps3o o= 4.7 : 4.7,psf Figure 28.6-1 X= 1.00 ; 1 004 Figure 28.6-1 Krt= 1A0 ; 1.00 Section 26.8 windward/lee= 1.00 1.00`(Single Family Home) *KA•I 1 Ps=A Kzt`I`Poo= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Ps B= 4.60 4.60 psf (LRFD) (Eq.28.6-1) psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PSAand caverage= 24.7 24.7 psf (LRFD) PS B end D average= 4.7 4.7 psf (LRFD) a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 0.50 0.50' 0.50 0:90 16 psi min. 16 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD)wlnd(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB AC AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) VI(N-S) V(N-S) Vi(E-VV) V(E-W) 30.00 11.0 0 81.4 0 122.1 0 81.4 0 299 Roof 19.00 19.00 4.5 66.6 0 99.9 0 66.6 0 135.9 0 5.9 9.3 4.92 4.92 6.50 6.50 Top Floor 9.00 10.00 10.00 9.5 140.6 0 210.9 0 140.6 0 286.9 0 5.6 6.8 8.39 13.31 9.96 16.46 0 10.00 0.00 0.00 1st(base) - 0.00 AF= 721.5 AF= 1010 11.5 16.2 V(n-s)= 13.31 V(e-w)= 16.46 kips(LRFD) kips(LRFD) kips kips Page 3 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14051:Plan 3 Elevation B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 19.00 19.00 0.00: 0.00 000 0.00 4.92 4.92 6.50 6.50 Top Floor 9.00 10.00 10.00 0.00 0.00 0.00': 0.00 8.39 13.31 9.96 16.46 0 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w). 0.00 V(ns). 13.31 V(e-w)= 16.46 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(NS)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(NS) Vi(E-W) V(E-W) Vi(NS) V(N-S) Vi(E-W) V(E-W) Roof 9.00 10.00 10.00 4.92 4.92 6.50 6.50 3.81 3.81 5.03 5.03 Top Floor 10.00 0.00 0.00 8.39 13.31 9.96 16.46 6.50 10.31 • 7.71 12.75 0 - 0.00 0.00 V(n-s)= 13.31 V(e-w)= 16.46 V(n-s). 10.31 V(e-w)= 12.75 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 CT ENGINEERING TBL SHEET TITLE: 7.4)2009 IBC SHEARWALL VALUES PER 2306.4.1 CT PROJECT#: CT#14051:Plan 3 Elevation B SHEATHING THICKNESS tsheathing= 7116" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V a alowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) I — 0 0 1 0 0 1 P6TN 150 2 150 150 2 150 P6 520 151 242 730 151 339 P4 760 243 353 1065 340 495 P3 980 354 456 1370 496 637 P2 1280 457 595 1790 638 832 2P4 1520 596 707 2130 833 990 2P3 1960 708 911 2740 991 1274 2P2 2560 912 1190 3580 1275 1665 N.G. 10000 1191 4650 10000 1666 4650 N.E.T. 3/28/2014 • • CT ENGINEERING N85 Roof SHEET TITLE CT PROJECT#: CT#14051:Plan 3 Elevation B Diaph.Level: Direction: Typ.Panel Height- ft. Sel•mk V i 4.40 kip• Deslgn Wind NS V I 3.81 kips Sum Sel•mk V i 4.40 kip. Sum Wind NS V i- 3.81 MP. (1)DISTRIBUTION TO SHEAR LINEA! Cl C3 C3 C4 ..5 CS C7 C9 C3 C10 ,Cf1 C"<' Ci3 C14 C15 C78 TrlbX HEIM Abow Llns Load �� Line E w 1st Line Tab 2nd Line 7rib I F� 2.109 t Bose�b. , ,�i.... r,x �,.r_.. ;0����® h(I 2.199 1 9059.. '' � . -M:Mi ..,..... 0m ..:122E7 0.00 O � li0' 0.00 0.00 M l� gil �ml .�: :. d 0.00 0.00 • �m a� " • 0.00 0.00 • ,., . _m 33 . 0.00 0.0o ' in iiiii �m „> - .' 0.00 0.00 • �� E_��"„. E= Mil 0.00 0.00 �� Balance Check: ok ok Balance Check: ok ok ok ok 2 DISTRIBUT ON TO SHEARWALLSE.G. E.O. E.•. E.G. E.Q. Wind Wind Wind Line ID Lwall Co Lwal1 HN„LL v V Ampliflere v Typo Type v V (R) (RI (5) 0,10 (k) p zwmi` Iv10 (Pd) (k) ili ' 3 . 000 sd, ';`0 000. IIMELEMINWviiNiiaLl ��0' 0' 0 iy . ..._ ,..._., 0.00 ' :`(1 =0' 0.00 ®" ®" 0' MN. � r 0.00 • 0.00 ��0 00 • :- • -. 099 ...�t• • 0.90 �®" 0 0 ' S : 999 ,:Q 0.00 M�0 00 i v 000 .°:'.'MOM9.00 ®" ®" maim 00 I $" 000 ,,.. 4,`:: • 0.00000 ��0' ® 0' Q n -- 00o 9 r "s • 0.00 W�0 00 xm. • ... .. "n„ ....�. 999 'a,� NM=MM WM=MIELE p-1.00 .Table 4.3.4 AFBPA SDPWS,Footnote 1 'Spedal E.Q.DL Uplift Factor. DL Uplift Factor w/l4fnd: 3)OVERTURNING RESISTANCE I Seismic Uplift Wind Uplift Resisted Resisted 9R..04 07 Net OTM Add'I R•4ucw Net OTM Addl Max. Line ID La„t. w dl ID(91) ID(92) L,vm OTM Rom Level Abv. Total n U Uwm OTM Ria Level Abv. Total U Uwm U,,,,,, HD R kl Above Above ft ki•R lo.R ki,R kilt ki•-R k kl• kl•-R ki•-ft U.S Id•ft kl.ft k) ki• ki• 'a a` '}, � �S 14.07 17.81 23.29 -5.48 ;® -0.39 15.44 25.30 -9.88 ,. -0.70 -0.39 HONE"': 00 a :`'"C 004 IT a, 1IM �' 0.00 NONE A .I s 1 0.00 NONE ,<„ ^ �a 0.00 NONE ,.I ,,,,, r Iry scx ��...,. i 3h 4 -® / T25 8.87 8.57 0.10 010 1 ii : 0.01 7A1 9.39 -1.87 l,.® 5,26 0.01 NOH 0.00 NONE ® 7.86 9.14 932 -0.18 % -0 18 ,a -0.02 7.92 10.21 -2.29 �f;eW 4.30 -0.02 NONE 1 �S 00 � - � �_ 0.00 M•NE � =u ;�; � =�h �� � 0.00 NONE E 0 0 k l� a y,,' r�� 0.00 NONE -3 00 _ - ..: , 1;� a 0.00 NONE -I w.,UP 00 ss '..,;, vf'a ,�.,,,.:'r 0.00 No E:..''. I= 0.00 -5.55 Holdonn Ctr.Offset from SW End '�'-in N.E.T. 3/282014 • C a m i,. p 9i UI Y! MI W w ' ' ' o 0 o a ee e 8 o n e v '0 o J Y o e B L : LIlIIiIIIU s_ i o b 3 z t o _ N 00111111 g Y z E IIIIOI 1111111111111 j Y iiiiiiiiiitt 1101331111H a ,, aowg � ! $ :111111111■CCO� 0 of 100000000 c w 3 i01110011111111: LL • m E W U a!21,1111111111111111! W z 1111111111111�1 8 a K 3 : W m W> liiiiiiiii: - ;1.!'s: n W ' X00023000000 3 - i O a E E , s $ 0 • � E E1111110f. t 10000 00000 3 _ • ! O N K O Q 3 not i L' ,i9 (t:' '': 'EEEEEEEEEE:i : - M- 00000000m W 3 w W � r z w a b 3 :. m p� O n n W _ W ,V5 � m � ,} 2 C C �y.�Y i1�� r O a ,sy'. W oo ,.. z,a..e.s �.y r �, ..,,..__.....<.µ. ,�v...�a.;a......,..,._'...e�,E z f Z 22 z z z z 222' x22'222; i ` - " m e o s s o s o o s f3 T` ry o 4 4 0 0 0 0 J : '7 4 4 Q3 D 2 a ~ 11bIIIIIII 3 ft ill I 91111111 o Y111111111 11 1111111 1111111111111111 J Y : 1111111111 i n � IIIIIII1 c � # gipping 1:000000 w$ y1 P x11E11111111 5I 0% .ii 111101011001 - W o u a k m J E Higs0001011, z a s0K ,n n `� O s SS o � . .. ,,,, ,,11001:11:111 g g ry >> c-_ W C > u a .4 Y a o'� EE -" g a, e U '` ggggp : .1 g 101100000000 5 S g a :'� g E ',1,c5; M l U 000000004! m =! � � a .-1111:1111E1101111011: a' m .. u W J ®®®®®®®® 2 O r m _ ww. ,- . m - baa , m �` # x , g z _ z m w >O ''2 = �, �. n asx -:.te a •# w 5 CT ENGINEERING E&W_Top Floor CHEPETOTJIEC :#: CT#14w0_51:Plan 3 Elevation levadon B Dlaph.Level: r Direction: Typ.Panel Height R Seiemk V I- 2.0 klpe De+lgn Wlnd E W V I 7.7 Mp+ Sum Selamk Vle 7.2 kips Sum W Ind E-W V I 12.7 klpe 1 DISTR BUTTON TO SHEAR NES THb% Above Line LoadM�Uniform Shear,v E W 1st Line Trib 2nd Line Trib E •I W .I c Line 9 0.701 1 92874 ® �®' EA L _ ��t u�; -- ®®��® ;3 0.701 1 92874E i; ,i ®' U En= o00 000 000 0.00* 000 000 000 000 s 000 000 000 000O__ .. .36: 0.00 0.00 0.00 0.00 p�� -- �i,,a�� o.00 o.00 0000�� Balance Check: ok ok Balance Check: ok ok ok ok E.EITIES111 2 DISTR BUTTON TO SHEARWALLEE.O. E.O. E.O. E.O. E.O. Wind Whrd Wnd Line ID Lwell O. Lwell' H00, v V Amplifier. pi Type Type v V (9) (ft) (ft) WE 1k) p 2wmtu (ft) IPl9 (k) 0.00 • 0.00 ��O O 0.00 & ¢ 000 p 0.00 ��0 0 0.00 ® =MEM KEE Lila ® o0o p o.00 NOM OO o.00 O 0.00 0.00 �p 0,00 ��0 ' 0.00 0.00 �0 0.00 �� 'Q 0' 0.00 0.00 p o.00 ��p 0 0.00 0.00 p 0.00 MSO O 0.00 p-1.00 "/Table 4.3.4 AF&PA SDPWS,Footnote 1 'Special E.O.DL Uplift Factor: DL Uplift Factor KM fort 3)OVERTURNING RESISTANCE I Sel+mk Uplift Wind Uplift Re+i+ted Resl+ted Rwuc.d Net OTM Add) R.duad Net OTM Add'I Max. Line ID Lug,. wdl ID(#1) ID(#2) L,us,, OTM 8 Level Abv. Total [l U U,, OTM Rmc Level Abv. Total U U„,,, U„,,, HD 19) (klf) Above Above (ft (kip-R) (kIPE (kip-R) (kiPtt) (ki•tt) (k) (MP) (M.e) (4.1() (ki•tt) (hi 4) (Xi)ft) (k) (kip kl• 9S _24.51 2(ft 0-9 59.79 -33 40 +-107 32 -4.49 40.5 54.96 103 79 .:a•34 J.00 NONE s' ,. 0.00 NON � , 1 a¢Y 0.00 NONE' • .',®,, "Y t " 13.16 14.39 33.17 -18 78� '® �u s .1.43 28.38 37.47 -9 09 -9 O9�,� -_-0.69 -0.59 NONE 9.41 10.37 12.40 -203 203 0.22 20.6 13.53 693Y 3 74 0.71 ST HO7 wi 0.00 .' a " 00 6.0 OAO NONE 00 s 1'.. $ 000 NONE Ll ,If.l 11 Lbi d I(-iIME 0.00 =111o00 N WEI 6. 0.00 NOR .'. 1x., 0.0 Holdonn Ctr.Offset from SW End '. j,.,.in IS •87.55 -116.89 ONE 3282014 N.E.T. CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3 , Elevation B WALL ID: N.2.A V eq 2199.0 lb V1 eq= 1722.3 lb V3 eq= 476.7 lb V w= 2516.5 lb V1 w= 1971.0 lb V3 w= 545.5 lb —► ► v hdr eq= 72.4 plf —� • H head= A " 1.10 ft • WALL TYPE H pier= Pff P6TN E.Q. 5.5 'x ' ,plf P6TN WIND feet �9 yz , H total = 8.1 feet & P H sill=1.5 feet � 3 34 ' REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 16.0 L2= 10.0 L3= 4.4 Htotal/L= 0.27 Ow Hpier/L1= 0.34 Hpier/L3= 1.24 L total= 30.39 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3 Elevation B WALL ID: S.2.A V eq 1091.8 Ib V1 eq= 543.7 Ib V3 eq= 548.1 lb V w= 1249.4 lb V1 w= 622.1 lb V3 w= 627.3 1b v hdr eq= 96.4 plf A H head= 1.10 ft � {x WALL TYPE H pier= 'W141s plf P6 E.Q. 5.5 plf P6 WIND feet H total= feet H sill=1.5 feet REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.5 Htotal/L= 0.71 4 0 1 01 Hpier/L1= 2.26 Hpier/L3= 2.24 L total= 11.33 feet Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3 Elevation B WALL ID: S.2.B V eq 1107.2 lb V1 eq= 652.4 lb V3 eq= 454.9 lb V w= 1267.1 lb V1 w= 746.5 Ib V3 w= 520.5 /b ► ► v hdr eq= 96.4 plf —� H head= a 1,10 ftp WALL TYPE H pier= ���� �� � plf P6 E.Q. 5.0 ' �� f P6 WIND feet H total= 8.1 feet ` g 3 H sill=2.0 �. feet • REFER TO'3)O.T.RESISTANCE'FOR UPLIFT H/L Ratios: L1= 2.9 L2= 6.5 L3= 2.1 Htotal/L= 0.70 ► Hpier/L1= 1.70 Hpier/L3= 2.44 L total= 11.49 feet ► Seismic Capacity Multiplier, 2w/h= 1 [Tbl.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 CT ENGINEERING 7.7) Force-transfer Shearwalls (NDS SDPWS 4.3.5) JOB#: CT#14051: Plan 3 Elevation B WALL ID: N.1.A V eq 2899.6 lb V1 eq= 780.2 lb V3 eq= 2119.4 lb V w= 4445.2 lb V1 w= 1196.0 lb V3 w= 3249.2 lb ► ► v hdr eq= 120.1 plf A H head= 1.10ft a a' h , WALL TYPE i H pier= plf P4 E.Q. s� � � P4 WIND feet H total= 9.1 feet H sill= 3.0 feet s3� REFER TO'3)O.T.RESISTANCE FOR UPLIFT H/L Ratios: L1= 3.0 ' L2= 13.0 L3= 8.2 Htotal/L= 0.38 ► ►4 ► Hpier/L1= 1.67 Hpier/L3= 0.61 - L total= 24.15 feet Seismic Capacity Multiplier, 2w/h= 1 [TbI.4.3.4 Aspect Ratio;Sec.4.3.4.2:Overall Shearwall] N.E.T. 3/28/2014 180 Nickerson St. C T ENGINEERING Suite 302 /^� INC. Seattle,WA Project•)L..�(. ID 4 1�� � �, �7 Date:3 db. 98109 (206) (206)285-4512 PAX: Client: Page Number: (206)285-0618 • C� • •• • • • : 'WC • • • EF .:Kkr.& Ol1.• 7o. .. 16 C : . 1600:- fi ,S • I : I • • 1• '• I I , • . . • i L' I � I . i1 i I i i • , I i i • I 1 . _ I iT' • I 1. ' I 1 I _ III i , H. o 1 . I . - I I ..:. I.. ' i i i I �s rid' . II I I • 1 , T !Jr,' • .,_ • 1 1 , I i I I i I • I • - I ' I I I' I : I I I • 1 I ' - — ' _-— /t t I I I .I. ' � I i 1 I I..1 ---1_ I : I , : I I ... I 1 ...- : _._ 1 _ .. _ _.._, I I • i ' � I i. I I 1" -I i . I .I I • I I I - • • . • I I. i. II I - 1 i I I / ; . I1 1 I - i I I. Ii I ; i 1 I I t ! 1 I I ,._. L.... , 1 L. I 1 i • i -i I I I I. I I -• I .I , I I I 1 - I 1 I I • • • .. i I ' ... .. • • I I. A + • II - t. . 1 , . 1 1 I I I I 1 I • I ! ' ' I II • I I i 1 1 ' i I • I { i I I i I I I I . I I : . 1 1 I 1• , .I -i . i 1• 1 Structural Engineers 180 Nickerson St. C T ENGINEERING Suite 302 Seattle,WA �.a�..._. .�— Pro act: r�ty'��� e :�� � • 14 "'" Date: 3 I 98109 (206)2854512 FAX: Client: Page Number: (206)285-0618 • C 1cVJ l. ' ; ; L o T w. ., • craw�. r x . IU L • I , UI+ H • -- © 0`r 1 I.• cam" - - • 1 • 0 ' I 1 ; •K i • � 1 X2..5 ;�� Cf'<hC •• LI 1 • ..� ! , - 1 ,LE7 , ( I I 1, F .I p MA 1 � I ti: 1 , : 1 I '1 i • I i 1 I • 1 i I• i'1'1i f1 • 1 1• 1 •r HH1 1,I cI • 1 , � I H FG• , ZQ' S��! tc I ..1-- , 1 . i • , 1 ` , , 1 ' I � , I 1 i ' 1 ' I i 1 1 i I I I , ' i 1 L Ali l 1 ,t,,,.. t � �� I 1 1 1 1 i - i -C_e 37xt. Com,,;E i , • 1 • � , •. I I I 1—� -F-1 O; 1' 5 - ' !�. l tie; I 1 i I 11 ; I I , , i bl ..L C 1 • I1 • • • i ; I •I 1 • Structural Engineers r • 180 Nickerson St. CT ENGINEERING • Suite 302 Seattle,WA I N C. diipp • i � 98109 Protect: til .1,.. w gate: V (206)285-4512 FAX: Client: Page Number: (206)285-0618 CONT '` .1G • . . 'l . 1 ) -CP �' • r ea�l� � o' • Iz 5 w-r • ; I H • i •• i * o . . I' I . • ' t • (rd,/ it 37 . . ' i i I l i ' ! , i I I I : I I • • I.. I ; 1 � � . ' •• i i i • 1 • • I I • I . -- j� X 1 Wyl rll` { 1 1t/1 • I 1 I • I I I. ...I ! ; ; i , I ' • _ ;_ .) i IA R.'t ~t ;..'Lo . _ _ i I • I 1 , I I I • •j. i - I I 1 I , . , , I _ 1 1 . I, .. (- I ..I... ..... .• _• _ I • I.. I • I l ' I • I '� i . I I I ; 1 11 - I • 1 I, • 1._ f I , I I .. I. • • N I •i ,,�, j >)�Sll ' 1 le .72 +2 -752 $ob+I� Z Z�b 7� • 11 • Ili ; 1 > ' .. ._.: III Ili ' � II • • 7 _I 1 1 11 _} 1,5-2,3 -2 . CMZ*�t5 1. . .t;-, 52.-;1-?- (s, 6 1 C6* :. 1 1 1 i i ' ' I .I � • 1 1 , 1 i I 1 Structural Engineers , 180 Nickerson St. CT ENGINEERING Suite 302 . :___.. ..,3' +� y//.�,/�� �' � .[���'� /. I / /yam} Seattle,WA Project:!�5..( �-/q K,I N ,,,-, - Y V`tJ Tem 7 • Date: �!�V�'� (206) 111 (20fi)285-9512 FAX: Client: Page Number: (206)285-0618 • • • ! I 1 1' ) 1 'o, r 1Lo w . �N •I.. 'NT. .� I' , Ii I 1 1 I oak. I 1 . L I • • 1 1.. .�V 1. .... .i-r...,.. ..44. C WIL • I ± ! I 1 ! { , 1 t ! i , t : 1 �1v .` - I - I 1 I ! i ,1 I ! 1 .I i t + 11 1I 1 i : • I I I .. 1 ! • 1 1 ' i I ' I I ! !-!1!--.,...,1: II ! I ; I1 II 11 _ 1 I 1 11 rr )...LC - `� = 7 iii/ ' i - : I : 1 Ii 1 . i ., ��,}I `� s •2't , ..�'T i---14'. I 1 I [ I - 1 ,e24`.1- 0. 1...);- ;K1 1 , ('' - 17.111 1 1 1 i t ' 1 ' • , ! ' ' I t 11 1 , 1 I I I l ;. I I I r. 1 1 11 1 I �i I -,I1 - r I I. i I I I i ._. ./N1-- C t._ 10_1 , I 1 ' I1 III 11 ! I c �' ,. 11 1 ; I 1 . . .1 ! I I : 1 , 1 1 1 1 I ! 1 ... ' 1 I , 1 1 ,E1 1 5 , 3 l'• 1 II 1 � 1 • 1 ! I i i. ' 1 I t i • ' I 1 i ± ! I 1 tI I. 1 ! � I "VIII I , 1 i 1 i I I I _ I 1 1 1 1. ; I 1 1- I . I I I_ ! 1 1 1 1 1 1 1 1 1 I. I 11 - I ( 1 I1 i 1 •,• I , % 1 ! I ' 1. ' i ! I 1 : ' ' 1 - 1 i i• ! L. ' lit . ' I .. 11 .. ! 1 1 , : 1 1 ! i • , 1 • • I I , ! I I ' I ! I ' I I II w 111 1 I 1 i !... I ; ! L I i I I Structural Engineers